CN102996136B - Deformation control method for close-range downward penetration of shield through composite-foundation building - Google Patents
Deformation control method for close-range downward penetration of shield through composite-foundation building Download PDFInfo
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- CN102996136B CN102996136B CN201210478826.XA CN201210478826A CN102996136B CN 102996136 B CN102996136 B CN 102996136B CN 201210478826 A CN201210478826 A CN 201210478826A CN 102996136 B CN102996136 B CN 102996136B
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Abstract
The invention provides an effective deformation control method for close-range downward penetration of a shield through a composite-foundation building. The building is researched prior to close-range construction and downward penetration of the shield so as to know specific conditions of the building, the building is pre-protected according to the obtained building conditions (structural features) such as the protection level of the building, the specific form of the foundation and the like, and pre-protection facilities mainly for reinforcement are constructed for the existing building foundation and infrastructure; numerical simulation analysis is performed through three-dimensional finite element software for every construction sequence and method and various conditions during downward penetration of the shield after construction completion of the pre-protection facilities; settlement monitoring is performed for the building and surrounding surface soil prior to downward penetration of the shield through the building; an appropriate progress scheme is adopted according to monitoring data during downward penetration of the shield; and secondary grouting and support structures are adopted for pipe pieces dropped out of the tail part of the shield to ensure that late settlement of the building meets standards.
Description
Technical field
What the present invention relates to is the deformation control method that a kind of construction method, particularly a kind of tunnel of construction of tunnel technical field closely wears down composite foundation building.
Background technology
Shield method tunnel construction is a kind of construction method adopting shield machine to tunnel in the following soil layer in earth's surface or weak stratum, because it has the advantages such as safety is higher, efficiency is higher, harm is less, economic excellent, be used widely in the tunnel construction in the field such as the energy, traffic, one of important method becoming construction of underground tunnel.When during it is for Urban Metro Construction, general all can through densely populated, that house is concentrated, heavy traffic, underground utilities gather city area, the problem of closely wearing down with top building or pipeline can be run into unavoidably when new built shield tunnel, and the sedimentation of building caused by this construction or pipeline likely entail dangers to the integrality of its structure function, and serious economic loss and severe social influence may be caused.
The standard that the ground stabilization form simultaneously adopted due to urban house is ununified, very mixed and disorderly, when being composite foundation building above shield-tunneling construction circuit, tunnel excavation is to the disturbance of the soil body below ground, ground may to be caused under building or occurs Lack of support and cause foundation settlement excessive, or generation differential settlement
In order to reduce the sedimentation and deformation of building, be necessary to propose a kind of easy construction, high financial profit, Deformation control construction method to the little tunneling close range down composite foundation building of ambient influnence.
Summary of the invention
The technical problem that will solve of the present invention is the deformation control method providing a kind of effective tunneling close range down composite foundation building.
Before wearing under closely constructing at shield structure, building is investigated, understood the concrete condition of this building, then according to grasped building situation (construction feature), as building protection grade, basis concrete forms etc., protect in advance it, carry out reinforcing the pre-protection facility into main to existing construction foundation and basis; After the construction of pre-protection facility, by Three-D limited meta software, to the various situations of wearing period under shield structure, numerical simulation analysis is carried out to each sequence of construction and method of wearing period under shield structure; Wear building under shield structure before, also settlement monitoring is carried out to building and the peripheral ground soil body; Under shield structure, wear period, adopt suitable promotion program according to monitored data; Secondary grouting adopted to the section of jurisdiction of deviating from shield tail and applies supportive structure, guaranteeing that the posterior settlement of building meets standard.
For solving above technical problem, the present invention is achieved by the following technical solutions, and its concrete implementation step is as follows:
(1) under the existing situation of composite foundation building of wearing investigate;
(2) carry out reinforcing the pre-protection facility into main to existing construction foundation and basis;
(3) to wear under shield structure period each sequence of construction and method carry out three dimensional FEM simulation analysis, find out building weakness zone and determine suitable preliminary shield driving scheme;
(4) construction monitoring is carried out to building: the vertical sedimentation monitoring and the gap observation that comprise building, Ground Settlement profile monitoring;
(5) improvement promotion program is used to carry out propelling construction during wearing building under shield structure;
(6) secondary grouting after wearing under shield structure and supportive structure construction.
Of the present invention under shield structure, wear building before need to carry out reinforcing into main pre-protection facility to existing construction foundation and basis.
Each sequence of construction and method to wearing period under shield structure of the present invention need adopt Three-D limited meta software to carry out sunykatuib analysis, with obtain shield structure under wear period suitable propulsive parameter and the data such as sedimentation of building, then determine suitable preliminary shield driving scheme.
Support pressure to setting when wearing before building under shield structure of the present invention, for considering ground load, composite foundation and building protect facility to affect in advance, re-use soil body static pressure formula to calculate soil pressure.
Of the present invention under wear building during, the building settlement controlled above incision needs according to the real-time adjustment soil pressure of monitored data.
Of the present inventionly during wearing composite foundation building under described shield tunnel construction, carry out synchronous grouting, its monocycle section of jurisdiction synchronous grouting amount does not need very significantly to adjust, and need add the pressure loss that pipeline causes during grouting pressure actual set.
Of the present invention to after tunneling close range down composite foundation building, section of jurisdiction corresponding below building is to the outside soil body construction in section of jurisdiction supportive structure.
Of the present invention to during wear building under shield structure, fltting speed should suitably reduce, but also needs according to top building and the real-time adjustment of surface subsidence monitoring data.
Of the present invention to after wear building under shield structure, to the secondary grouting after wearing under described shield structure, depart from shield tail in section of jurisdiction, after several hours, secondary grouting reinforcing is carried out to it, adopt and first form hoop from top, section of jurisdiction, two ends pressure injection 1:1 dual slurry, subsequently from grouting methol between hoop.
The present invention wears composite foundation building and carries out data investigation in early stage by closely constructing down to shield structure; obtain numerical analysis and the data needed for shield driving tentative programme; then facility is protected in advance to outside existing building before wearing building under shield structure; again according to pre-protection facility consolidation effect, Three-D limited meta software is utilized to carry out sunykatuib analysis to determine suitable preliminary shield driving scheme to each sequence of construction and method of wearing period under shield structure.Monitoring point is set consolidating settlement observation is carried out to building and periphery earth's surface.Wear building under shield structure during, adopt suitable promotion program.Last after shield tail is deviate from section of jurisdiction, up constructing supportive structure in section of jurisdiction corresponding below building, effectively can ensure that composite foundation building later stage consolidating settlement meets standard like this.This control method, construction safety, high financial profit, on surrounding enviroment impact little, controlling distortion is effective.
Accompanying drawing explanation
Fig. 1 is that composite foundation building carries out Deformation control construction process figure;
Fig. 2 reinforces schematic diagram for carrying out composite foundation bottom soil body to composite foundation building;
Fig. 3 is supportive structure schematic diagram above shield structure.
Detailed description of the invention
Below in conjunction with specific embodiments and the drawings, the invention will be further described; set forth more details in the following description so that fully understand the present invention; but the present invention obviously can implement with multiple this alternate manner described that is different from; those skilled in the art when doing similar popularization, deduction without prejudice to when intension of the present invention according to practical situations, therefore should can not limit the scope of the invention with the content of this specific embodiment.
What in accompanying drawing 1 ~ accompanying drawing 3, Reference numeral 1-4 represented is building 1, building composite foundation 2, pre-protection facility 3, supportive structure 4.
Composition graphs 1 to Fig. 3, in an embodiment of the present invention, in conjunction with a practice situation of inventor, is described as follows the deformation control method implementation step of tunneling close range down composite foundation building simultaneously.
(1) under the existing situation of composite foundation building of wearing investigate; The protection class determining these building 1 is one-level; The superstructure of building 1 is steel house, uses deep-mixed pile to carry out ground stabilization; Shield structure running tunnel is very soft sill clay mainly through soil layer, the non-constant of soil property situation, and belong to high-moisture, high-compressibility, low-intensity, hypotonicity, high sensitivity, there is obvious thixotropy, tunnel is for just to wear building, and passing through area planar is straightway.Building periphery is without other Important buildings, and underground environment is good, without larger diameter pipeline.
(2) protect facility (pre-reinforcement) in advance to composite foundation building, Fig. 2 is shown in by pile bottom reinforcing schematic diagram.The wherein one of the facility 3 of the pre-protection of choosing herein: pile grouting is reinforced as example.When forming pre-protection facility 3, the many mouthfuls of casting heads sprayed are processed in Grouting Pipe end, and spray-hole waterproof sealing adhesive tape is closed; close wrapping with rubber peel again, and 4 row's jet apertures are up penetrated every 5cm brill in casting head end, aperture is 8mm; often row is arranged symmetrically with 2 holes, arranges in plum blossom-shaped.The stake end start the slip casting time be selected in shield structure under wear and carry out for first 1 ~ 2 month, slip casting is carried out continuously once beginning, avoidance breakout.At the bottom of grouting amount considers, long, the stake footpath of the character of Pile side soil layer, stake, requirement for bearing capacity, the factors such as construction technology and shield machine type.
(3) to wear under shield structure period each sequence of construction and method carry out three dimensional FEM simulation analysis, find out the weak area of building and determine suitable preliminary shield driving scheme; Use the data of investigation gained, obtain simulating desired parameters, use Three-D limited meta software to carry out FEM Simulation.In calculating, before wearing under shield structure, under wear the phase, under wear after construction operating mode the boring parameter that shield structure is arranged is simulated, such as: wear building under shield structure during, the setting value of support pressure considers the Stationary side pressure of the soil body under the impact of above ground structure load, deep-mixed pile and grouting and reinforcing.To obtain before tentatively suitable preliminary shield driving scheme makes building wear under shield structure, under wear the phase, under wear after each operating mode under consolidating settlement all meet standard.
(4) comprehensive existing Survey and Inquiry, pre-reinforcement and three-dimensional finite element analysis result determination shield driving tentative programme.
(5) in shield structure process, carry out construction monitoring to composite foundation building, it comprises vertical sedimentation monitoring and the gap observation of building, Ground Settlement profile monitoring.According to region and the influence basin of shield-tunneling construction, monitoring range is: be laterally distance two outside 30 meters of scopes of tunnel center line, is longitudinally first 20 meters of shield driving construction section, rear 30 meters of length ranges, considers shield machine length, it is 60 meters that longitudinal direction sets total length.The vertical sedimentation monitoring of building and gap observation; Specifically refer to: the vertical sedimentation monitoring of described building is monitored by the monitoring point arranged in building, and wall body slit observation.Under shield structure, wear period, monitoring frequency 2 times/day, if find that building has larger vertical deformation, then need to increase monitoring frequency.Wear under shield structure under normal circumstances in building 0 ~ 10 day, monitoring frequency can be set to 1 time/3 days, in 10 ~ 30 days, and monitoring frequency is 1 time/7 days, until after January, as in rate of settling change ± 5mm/ week time, if monitoring frequency is 1 time/month.House and ground settlement accumulated value-30mm report to the police, house relative settlement alarming index 0.3%.Shield driving tentative programme is improved according to building polar region table settlement monitoring data.
(6) improvement promotion program is used to carry out propelling construction during wearing composite foundation building under shield structure.Shield structure under to wear before and after building soil layer situation in tunnel end face basically identical, be very soft sill clay, under wear the phase, revise shield driving parameter in real time according to interval top monitored data, it comprises fltting speed, support pressure, be unearthed amount, grouting amount and grouting pressure; Grouting pressure is by too husky pressure on foundation soil theory calculate and the pressure loss considering actual shipment pipeline; Every endless tube sheet fltting speed controls in 3cm/min.
(7) measure after shield crossing is taked, the secondary grouting after namely wearing under shield structure and supportive structure construction.Wear building under shield structure after, needing by utilizing secondary grouting hole, segment inside tunnel top to carry out grouting and reinforcing to the soil body, at grouting behind shaft or drift lining, building and earth's surface being monitored simultaneously, adjusting grouting behind shaft or drift lining parameter in time according to monitored data.Under considering house foundation in addition, the soil body is very soft, and after wall, grouting methol slurries may be run helter-skelter, and causes comparatively large disturbances to the periphery soil body, adopts and first forms hoop from top, section of jurisdiction, two ends pressure injection 1:1 dual slurry, subsequently from grouting methol between hoop.Fig. 3 is supportive structure construction schematic diagram.Herein, the one of supportive structure 4 is selected: soil bolt.After section of jurisdiction departs from shield tail after 2 ~ 4 days, punch in section of jurisdiction, to the outside soil body construction in a section of jurisdiction soil bolt, as early as possible composite foundation building is protected.
Above-mentioned is can understand and apply the invention for ease of those skilled in the art to the description of embodiment.Person skilled in the art obviously easily can make various amendment to these embodiments, and General Principle described herein is applied in other embodiments and need not through performing creative labour.Therefore, the invention is not restricted to embodiment here, those skilled in the art are according to announcement of the present invention, and the improvement made for the present invention and amendment all should within protection scope of the present invention.
Claims (9)
1. a deformation control method for tunneling close range down composite foundation building, is characterized in that, comprises the following steps:
1) determine under the construction feature of building of wearing, this construction feature comprises building protection registration, base form;
2) according to aforementioned construction feature, carry out reinforcing the pre-protection facility into main to existing construction foundation and the basis of building;
3) to wear under shield structure period each sequence of construction and method carry out three dimensional FEM simulation analysis, find out the building weakness zone of building and determine preliminary shield driving scheme;
4) construction monitoring is carried out to building, comprise vertical sedimentation monitoring and the gap observation of building, Ground Settlement profile monitoring, and adjust preliminary shield driving scheme and to be improved promotion program;
5) improvement promotion program is used to carry out propelling construction during wearing building under shield structure;
6) secondary grouting after wearing under carrying out shield structure and supportive structure construction, described supportive structure construction is under shield structure after the side's of putting on building, and section of jurisdiction corresponding below building is to the outside soil body construction in section of jurisdiction supportive structure.
2. deformation control method according to claim 1, it is characterized in that, described step 1) in determine that the construction feature of building also comprises and determine building foundation buried depth and size, the geological prospecting situation of building present position, the relative position in building and tunnel, the building environment with aspect, underground two circumferentially gone up by building.
3. deformation control method according to claim 1, it is characterized in that, in described step 3) in, adopt Three-D limited meta software, mole of-coulomb of model, according to shield-tunneling construction order, carry out sunykatuib analysis to wearing each operating mode of carrying out the building after soil stabilization under shield structure.
4. deformation control method according to claim 1, it is characterized in that, described step 4) in, the vertical sedimentation monitoring of described building is monitored by the monitoring point arranged in building, described gap observation is wall body slit observation, and described wall body slit observation is observed by artificial or wall body slit observation system.
5. deformation control method according to claim 1, it is characterized in that, described step 4) in, the described Ground Settlement profile monitoring of building by under wear the monitoring point that within the scope of building both sides, earth's surface is arranged along shield structure axis direction of propulsion and vertical shield structure axis direction of propulsion and monitor.
6. deformation control method according to claim 1, it is characterized in that, in step 5) in, under shield tunnel construction, wear period during wearing building under described shield structure, carrying out synchronous grouting to wearing period under described shield tunnel construction, wear building under shield structure during, its monocycle section of jurisdiction synchronous grouting quality entity not needing to adjust, grouting pressure by too husky pressure on foundation soil theory calculate, and adds the pressure loss that pipeline causes.
7. deformation control method according to claim 1, it is characterized in that also comprising: in step 4) in, according to considering overcharge on ground wear building under shield structure before, deep-mixed pile reinforce and grouting and reinforcing when soil body static pressure formula calculate soil pressure, to determine soil pressure setting value when shield structure otch has just entered construction zone; In step 5) in, under wear building during, also according to the in good time adjustment soil pressure of monitored data to control the building settlement above incision.
8. deformation control method according to claim 1, it is characterized in that, in step 6) in,, after section of jurisdiction departs from shield mantissa hour, secondary grouting reinforcing is carried out to it to the secondary grouting after wearing under described shield structure, for grouting methol slurries after preventing an ancient piece of jade, round, flat and with a hole in its centre can be run helter-skelter comparatively large disturbances is caused to the periphery soil body, adopt and first form hoop from top, section of jurisdiction, two ends pressure injection 1:1 dual slurry, subsequently from grouting methol between hoop.
9. deformation control method according to claim 1, is characterized in that, in step 5) in, wear building under shield structure during, fltting speed suitably reduces, and fltting speed is also according to top building and the real-time adjustment of surface subsidence monitoring data.
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| CN201210478826.XA CN102996136B (en) | 2012-11-21 | 2012-11-21 | Deformation control method for close-range downward penetration of shield through composite-foundation building |
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| CN201210478826.XA CN102996136B (en) | 2012-11-21 | 2012-11-21 | Deformation control method for close-range downward penetration of shield through composite-foundation building |
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| CN102996136B true CN102996136B (en) | 2015-06-17 |
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| CN103510962B (en) * | 2013-10-22 | 2016-01-20 | 北京交通大学 | A kind of deformation control method stage by stage of soft soil stratum shield penetration building |
| CN106968689A (en) * | 2017-03-21 | 2017-07-21 | 北京市政建设集团有限责任公司 | A kind of subregion for being adapted to the construction of tunnel proximate building strong grouting strengthening method such as not |
| CN108590683B (en) * | 2018-04-04 | 2020-04-17 | 中铁二十五局集团第五工程有限公司 | Construction method for water-rich plastic-flowing stratum shield tunnel to pass through railway frame bridge downwards |
| CN108564268A (en) * | 2018-04-09 | 2018-09-21 | 中铁十二局集团第二工程有限公司 | Building risk management method is worn under water conservancy tunnel |
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| CN110107303A (en) * | 2019-04-19 | 2019-08-09 | 同济大学 | The deformation control method of shallow earthing shield boring across underneath high-speed railway |
| CN112343082A (en) * | 2019-08-09 | 2021-02-09 | 张继红 | Real-time control method for displacement of protected object in underground engineering crossing process |
| CN113153335A (en) * | 2019-11-11 | 2021-07-23 | 北京住总集团有限责任公司 | Safety management system for shield downward penetration |
| CN111411971B (en) * | 2020-03-25 | 2021-12-14 | 中铁三局集团有限公司 | Settlement control construction method for water-rich silt stratum shield underpass building group |
| CN111608688B (en) * | 2020-05-27 | 2022-05-17 | 中铁建大桥工程局集团第二工程有限公司 | Method for reinforcing ground of shield underpass building |
| CN112302678B (en) * | 2020-09-26 | 2022-12-20 | 云南路桥股份有限公司 | Deformation control construction process for shallow tunnel of underpass building |
| CN112380598A (en) * | 2020-11-02 | 2021-02-19 | 中铁十九局集团广州工程有限公司 | Method for determining cross influence area of up-down cross tunnel |
| CN112459790B (en) * | 2020-11-12 | 2023-05-16 | 上海隧道工程有限公司 | Pre-protection structure and pre-protection method for tunnel crossing section before crossing underground structure building |
| CN112576265A (en) * | 2020-11-30 | 2021-03-30 | 中建八局轨道交通建设有限公司 | Sedimentation control method for old villages penetrated by shield |
| CN112554913A (en) * | 2020-12-11 | 2021-03-26 | 中铁二十局集团第四工程有限公司 | Reinforcing method for underground crossing channel under shield |
| CN114776311B (en) * | 2022-04-21 | 2023-01-24 | 中铁四局集团第四工程有限公司 | Shield construction method for underground parking lot entrance and exit field line through building |
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Effective date of registration: 20200825 Address after: Building 1, 5500 Yuanjiang Road, Minhang District, Shanghai, 200235 Patentee after: Hongrun Construction Group Shanghai Co., Ltd Address before: 315700, No. 262, Jianshe East Road, Dan Town, Xiangshan County, Ningbo, Zhejiang Patentee before: HONGRUN CONSTRUCTION GROUP Co.,Ltd. |
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